Relevant bibliographies by topics / Embedded cantilever wall

Academic literature on the topic 'Embedded cantilever wall'

Author: Grafiati
Published: 4 June 2021
Last updated: 1 February 2022

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Journal articles on the topic "Embedded cantilever wall"

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Chin, C. Y., Claudia Kayser, and Michael Pender. "Seismic earth forces against embedded retaining walls." Bulletin of the New Zealand Society for Earthquake Engineering 49, no. 2 (June 30, 2016): 200–210. http://dx.doi.org/10.5459/bnzsee.49.2.200-210.

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This paper provides results from carrying out two-dimensional dynamic finite element analyses to determine the applicability of simple pseudo-static analyses for assessing seismic earth forces acting on embedded cantilever and propped retaining walls appropriate for New Zealand. In particular, this study seeks to determine if the free-field Peak Ground Acceleration (PGAff) commonly used in these pseudo-static analyses can be optimized. The dynamic finite element analyses considered embedded cantilever and propped walls in shallow (Class C) and deep (Class D) soils (NZS 1170.5:2004). Three geographical zones in New Zealand were considered. A total of 946 finite element runs confirmed that optimized seismic coefficients based on fractions of PGAff can be used in pseudo-static analyses to provide moderately conservative estimates of seismic earth forces acting on retaining walls. Seismic earth forces were found to be sensitive to and dependent on wall displacements, geographical zones and soil classes. A reclassification of wall displacement ranges associated with different geographical zones, soil classes and each of the three pseudo-static methods of calculations (Rigid, Stiff and Flexible wall pseudo-static solutions) is presented. The use of different ensembles of acceleration-time histories appropriate for the different geographic zones resulted in significantly different calculated seismic earth forces, confirming the importance of using geographic-specific motions. The recommended location of the total dynamic active force (comprising both static and dynamic forces) for all cases is 0.7H from the top of the wall (where H is the retained soil height).
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Vrecl Kojc, H., and L. Trauner. "Upper-bound approach for analysis of cantilever retaining walls." Canadian Geotechnical Journal 47, no. 9 (September 2010): 999–1010. http://dx.doi.org/10.1139/t10-004.

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The proposed method for the analysis of cantilever retaining walls is based on ultimate limit states, but in contrast to other methods, which are recognized worldwide, also considers the condition of vertical force equilibrium, which includes the wall unit weight and the vertical component of the soil–structure interaction. The two-dimensional analytical model with polygonal soil pressure distribution is based on two new characteristics: the parameter α and the passive pressure coefficient at the embedment depth, Kb. The kinematic approach of limit analysis is used to examine the limit equilibrium state of the cantilever retaining wall according to soil properties and other loadings. The failure mechanism, composed of a classical determination of the passive pressure in the embedded part of the wall and a kinematically admissible velocity field at the retained side of the wall, estimates the limiting value of the passive earth pressure at the embedment depth. The advantage of the proposed method is that it enables the design of more slender cantilever retaining walls, at which the comparable level of safety for geotechnical and structural bearing capacity limit states is reached, which is the basic condition for safe design of retaining structures.
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Pasik, Tomasz, Marek Chalecki, and Eugeniusz Koda. "Analysis of Embedded Retaining Wall Using the Subgrade Reaction Method." Studia Geotechnica et Mechanica 37, no. 1 (March 1, 2015): 59–73. http://dx.doi.org/10.1515/sgem-2015-0008.

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Abstract This paper analyzes the distribution of internal forces and displacements of embedded retaining wall in Quaternary deposits and Tertiary clays. Calculations have been based on the Subgrade Reaction Method (SRM) for two different types of earth pressure behind the wall (active, at-rest) in order to show the differences resulting from adopting the limit values. An algorithm for calculation of “cantilever wall” using the Mathematica program was proposed.
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Choudhury, Deepankar, Shailesh Singh, and Shubhra Goel. "New approach for analysis of cantilever sheet pile with line load." Canadian Geotechnical Journal 43, no. 5 (May 1, 2006): 540–49. http://dx.doi.org/10.1139/t06-018.

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Free-standing cantilever sheet pile walls in cohesionless soils subjected to horizontal line load have traditionally been analyzed assuming full active and passive earth pressure mobilization on the sides of the embedded portion of the wall. In the conventional analysis, the vertical equilibrium of forces is not checked and the effect of the wall friction angle is neglected because of the assumption of a smooth wall. In the present study, the limit equilibrium method has been used to estimate the minimum penetration depth required for a free-standing cantilever sheet pile wall subjected to horizontal line load, by considering the effect of wall friction angle, thereby satisfying all equilibrium conditions and considering the partial mobilization of earth pressures depending on the type and magnitude of the wall movement. The variation of earth pressure mobilization has been taken as a function of the displacement (rotation about both the top and the bottom) of the cantilever sheet pile wall, which in turn also governs the mobilized friction angles. A comparison has been made between the results of penetration depths obtained by the present study and those obtained by existing conventional solutions. New design values in nondimensional form are proposed.Key words: wall friction angle, partial earth pressure mobilization, cohesionless soil, penetration depth, equilibrium equations, displacement.
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Konai, Sanku, Aniruddha Sengupta, and Kousik Deb. "Seismic behavior of cantilever wall embedded in dry and saturated sand." Frontiers of Structural and Civil Engineering 14, no. 3 (May 13, 2020): 690–705. http://dx.doi.org/10.1007/s11709-020-0615-6.

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Carder, D. R., and I. F. Symons. "Long-term performance of an embedded cantilever retaining wall in stiff clay." Géotechnique 39, no. 1 (March 1989): 55–75. http://dx.doi.org/10.1680/geot.1989.39.1.55.

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Putri, Amelia Rosana, Jefrizal Sihombing, Yoga Satria Iswandaru, and Widya Utama. "ANALISA KUAT TEKAN TERHADAP VARIASI BEBAN PEMODELAN DINDING CANTILEVER MENGGUNAKAN SAP 2000." Jurnal PenSil 9, no. 2 (May 27, 2020): 125–30. http://dx.doi.org/10.21009/jpensil.v9i2.15195.

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The construction of a retaining wall that is classified as simple is necessary to consider the model, analysis of the material, and the calculation of the avalanche that will fall on the retaining wall. This study used the modelling method of retaining wall with the calculation method of SAP 2000. This wall modelling used a Cantilever type wall with a height of 550 cm and a width of 385 cm. This modelling is useful to calculate the minimum strength of the cantilever wall for retaining the soil at the Balerejo Kalegen road. Further, this wall was modelled to have a width of 55 cm, a heel width of 130 cm, a foot width of 130 cm, the following foot width of 100 cm, with a wall that was embedded with a depth of 50 cm and used evenly distributed load variations, which has been adjusted where the load used were 11.138, 5.5, 0.3869 tons. When inputting data into SAP 2000 beforehand, calculations must be made related to the force that will affect the wall, followed by wall modelling according to the Cantilever shape. Subsequently, the compressive and shear strength of the Cantilever wall that has been made can be calculated where the compressive strength produced of the front wall has an average of 175.154 tons m; that of the back has an average of 62.666 tons m; that of the front heel has an average of 866.054 tons m, and that of the back heel has an average of 910.463 tons m. Based on the data and analysis of the design of the soil retaining wall in the Balarejo road section, the average compressive strength for the front wall is 175.154 tons m. It shows that the soil retainer is very good compared to the pressure from the soil that will be received.
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Fourie, A. B., and D. M. Potts. "Comparison of finite element and limiting equilibrium analyses for an embedded cantilever retaining wall." Géotechnique 39, no. 2 (June 1989): 175–88. http://dx.doi.org/10.1680/geot.1989.39.2.175.

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Bekdaş, Gebrail, Zülal Akbay Arama, Aylin Ece Kayabekir, and Zong Woo Geem. "Optimal Design of Cantilever Soldier Pile Retaining Walls Embedded in Frictional Soils with Harmony Search Algorithm." Applied Sciences 10, no. 9 (May 6, 2020): 3232. http://dx.doi.org/10.3390/app10093232.

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In this paper, the design of cantilever soldier pile retaining walls embedded in frictional soils is investigated within the insight of an optimization algorithm to acquire cost and dimension equilibrium by ensuring both geotechnical and structural requirements simultaneously. Multivariate parametric analyses with different fictionalized cases are performed to evaluate the effects of design variants and to compare the effectiveness of the preference of optimization solutions rather than detailed advanced modeling software. The harmony search algorithm is used to conduct parametrical analyses to take into consideration the effects of the change of excavation depth, shear strength angle, and unit weight of soil, external loading condition, and coefficient of soil reaction. The embedment depth and diameter of the soldier pile are searched as design dimensions, and the total cost of a cantilever soldier pile wall is calculated as an objective function. The design dimension results of the parametric optimization analysis are used to perform finite element analysis with a well-known commercial geotechnical analysis software. The results of optimization and finite element solutions are compared with the use of maximum bending moment, factor of safety, and pivot point location values. As the consequence of the study, the influence rates of design variants are procured, and the effectiveness of the usage of optimization algorithms for both cost and dimensional equilibrium is presented.
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Jie, Yu-xin, Hui-na Yuan, Hou-de Zhou, and Yu-zhen Yu. "Bending Moment Calculations for Piles Based on the Finite Element Method." Journal of Applied Mathematics 2013 (2013): 1–19. http://dx.doi.org/10.1155/2013/784583.

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Using the finite element analysis program ABAQUS, a series of calculations on a cantilever beam, pile, and sheet pile wall were made to investigate the bending moment computational methods. The analyses demonstrated that the shear locking is not significant for the passive pile embedded in soil. Therefore, higher-order elements are not always necessary in the computation. The number of grids across the pile section is important for bending moment calculated with stress and less significant for that calculated with displacement. Although computing bending moment with displacement requires fewer grid numbers across the pile section, it sometimes results in variation of the results. For displacement calculation, a pile row can be suitably represented by an equivalent sheet pile wall, whereas the resulting bending moments may be different. Calculated results of bending moment may differ greatly with different grid partitions and computational methods. Therefore, a comparison of results is necessary when performing the analysis.
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Dissertations / Theses on the topic "Embedded cantilever wall"

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Ong, Chin Chai. "Behaviour and analysis of embedded cantilever wall on a slope." University of Western Australia. School of Civil and Resource Engineering, 2007. http://theses.library.uwa.edu.au/adt-WU2008.0076.

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[Truncated abstract] The feasibility of using interlocked light gauge sheet piles to form a deep cross-sectional wall embedded in a residual slope or with a berm support is explored. This thesis compares the performance of a large section modulus sheet pile wall as an alternative to a concrete diaphragm wall, acting as an embedded cantilever wall on a slope (ECWS) by means of experimental centrifuge tests, numerical models and analytical methods. Abaqus (Hibbitt, Karlsson and Sorensen Inc, 1997) was used to conduct extensive numerical trials on the structural performance of the sheet pile wall model prior to the actual physical testing. The Abaqus results showed that the integrity of the interlock and reduced modulus action (RMA) due to slippage along the interlocked joint did not cause premature buckling of the thin wall even at the ultimate load. Further, a comparative study using centrifuge tests on 1:30 scaled models and Plaxis analysis demonstrated that under the worst condition with high water table, the rigid sheet pile wall of 1.32 m cross-sectional width carried a higher ultimate surcharge load with a much lower top of wall deflection, compared to a more flexible 0.6 m thick cracked concrete diaphragm wall. The analysis of the wall/soil/slope interactions for an ECWS involves many inter-dependent variables in addition to the complications of considering an adjacent slope or a berm support. It is difficult for existing analytical approaches to take all these factors into account, and some form of numerical analysis, calibrated through field data and results from centrifuge model tests is necessary. From the observations of the centrifuge tests and finite element analysis, major assumptions about the failure of a stiff ECWS in a rotational mode were deduced and adopted in the proposed limiting equilibrium method (Leq). The plane strain Leq ECWS Abstract ii analysis is based on the framework of minimum upper bound limiting equilibrium with planar failure planes and a Mohr-Coulomb soil model. As compared to the traditional limit equilibrium analysis, the Leq method is a fully coupled analysis using the shear strength reduction technique (SSR). New formulations are proposed for the development of horizontal active and passive pressure distributions based on the experimental and FE models. The proposed active pressure profile used is derived by combining the Coulomb and Krey method, and empirically back-figured to curve-fit the centrifuge tests by Morris (2005). The proposed passive pressure profile of a rigid rotational wall in failure is adjusted to allow for an adjacent slope or berm support through a presumed elasto-plastic deformation instead of a linear rigid translation of the passive wedge. ... A parametric study was later undertaken using the Leq method to develop a series of non-dimensionalised graphs to study and draw summarised conclusions on the behaviour of the ECWS. The final conclusions on the comparative study of the centrifuge tests, Plaxis and Leq analyses demonstrated that the alternative light gauge steel sheet pile performed very well as an ECWS. A key factor in the performance of the sheet pile wall was attributed to the large 1.32 m cross-sectional width of the interlocked sections. This provided high bending stiffness and high moment stability from shear stresses acting on the back and front faces of the wall.
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Bica, Adriano Virgilio Damiani. "A study of free embedded cantilever walls in granular soil." Thesis, University of Surrey, 1991. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.279674.

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Books on the topic "Embedded cantilever wall"

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Symons, I. F. A parametric study of the stability of embedded cantilever retaining walls. Crowthorne: Transport and Road Research Laboratory, 1987.

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Symons, I. F. A parametric study of the stability of embedded cantilever retaining walls. Crowthorne, Berks: Transport and Road Reseach Laboratory, Structures Group, Ground Engineering Division, 1987.

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Book chapters on the topic "Embedded cantilever wall"

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Kunasegaram, Vijayakanthan, S. M. Shafi, Jiro Takemura, and Yoshiro Ishihama. "Centrifuge Model Study on Cantilever Steel Tubular Pile Wall Embedded in Soft Rock." In Lecture Notes in Civil Engineering, 1045–52. Singapore: Springer Singapore, 2019. http://dx.doi.org/10.1007/978-981-15-2184-3_135.

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Suzuki, N., Y. Ishihara, and K. Nagai. "Reliability analysis on cantilever retaining walls embedded into stiff ground (Part 2: Construction management with piling data)." In Proceedings of the Second International Conference on Press-in Engineering 2021, Kochi, Japan, 263–71. London: CRC Press, 2021. http://dx.doi.org/10.1201/9781003215226-29.

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Suzuki, N., K. Nagai, and T. Sanagawa. "Reliability analysis on cantilever retaining walls embedded into stiff ground (Part 1: Contribution of major uncertainties in the elasto-plastic subgrade reaction method)." In Proceedings of the Second International Conference on Press-in Engineering 2021, Kochi, Japan, 254–62. London: CRC Press, 2021. http://dx.doi.org/10.1201/9781003215226-28.

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"Embedded cantilever retaining wall ULS design by FEA in accordance with EN 1997-1." In Numerical Methods in Geotechnical Engineering, 957–62. CRC Press, 2010. http://dx.doi.org/10.1201/b10551-172.

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Daryani, K., and H. Mohamad. "Reliability-based design of cantilever retaining walls embedded in granular soils." In Numerical Methods in Geotechnical Engineering, 453–58. CRC Press, 2014. http://dx.doi.org/10.1201/b17017-82.

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CONTI, R., G. M. B. VIGGIANI, and F. BURALI D’AREZZO. "Some remarks on the seismic behaviour of embedded cantilevered retaining walls." In Geotechnical Earthquake Engineering, 137–47. ICE Publishing, 2015. http://dx.doi.org/10.1680/gee.61491.137.

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